發(fā)布時(shí)間：2018-05-15 00:05

  本文選題：復(fù)雜高層結(jié)構(gòu) + 整體穩(wěn)定��； 參考：《山東建筑大學(xué)》2015年碩士論文

【摘要】：煙臺景觀塔為煙臺開發(fā)區(qū)一標(biāo)志性景觀建筑,其整體結(jié)構(gòu)由下部八根大斜柱及上部內(nèi)框架、外網(wǎng)筒等組成。結(jié)構(gòu)體系組成復(fù)雜,結(jié)構(gòu)布置不規(guī)則,屬于復(fù)雜超限結(jié)構(gòu)�，F(xiàn)行規(guī)范對結(jié)構(gòu)穩(wěn)定的設(shè)計(jì)方法已不能滿足該結(jié)構(gòu)穩(wěn)定設(shè)計(jì)的需要。綜合考慮各種實(shí)際因素的影響,進(jìn)行專項(xiàng)穩(wěn)定設(shè)計(jì)研究,對進(jìn)一步優(yōu)化該結(jié)構(gòu)的設(shè)計(jì),加強(qiáng)結(jié)構(gòu)的薄弱部位,提高結(jié)構(gòu)的穩(wěn)定承載能力十分必要。本文基于SAP2000建立了煙臺景觀塔空間有限元模型,通過特征值屈曲分析、P-△效應(yīng)分析、幾何非線性穩(wěn)定分析,對該結(jié)構(gòu)的穩(wěn)定性能進(jìn)行了深入探討研究,研究結(jié)果表明：(1)在特征值屈曲分析中,大斜柱的屈曲滯后于整體結(jié)構(gòu)屈曲,結(jié)構(gòu)的特征值屈曲因子大于10,說明該結(jié)構(gòu)具有良好的屈曲穩(wěn)定性。在幾何非線性分析中,外網(wǎng)筒、斜撐首先屈服,表現(xiàn)為良好的屈服機(jī)制。整體結(jié)構(gòu)的臨界荷載系數(shù)大于5,說明該結(jié)構(gòu)具有良好的非線性穩(wěn)定性。(2)斜柱的截面對結(jié)構(gòu)的整體穩(wěn)定極限承載能力影響不敏感,不宜通過加大斜柱截面的方式改善整體結(jié)構(gòu)的穩(wěn)定性能。(3)柱間支撐的布置方式對結(jié)構(gòu)穩(wěn)定承載力影響較顯著。在結(jié)構(gòu)的薄弱部位合理的布置支撐可有效地提高結(jié)構(gòu)的穩(wěn)定極限承載力。(4)隨著連接短梁線剛度的增加,外網(wǎng)筒參與整體組合的作用增大,結(jié)構(gòu)的整體抗側(cè)剛度提高。分析表明,短梁線剛度在(0.265-0.318)X106KN.m之間,結(jié)構(gòu)的穩(wěn)定承載性能較好：當(dāng)短梁連接節(jié)點(diǎn)為鉸接或半剛性連接時(shí)結(jié)構(gòu)的二階效應(yīng)遠(yuǎn)大于節(jié)點(diǎn)為剛接時(shí)結(jié)構(gòu)的二階效應(yīng),不容忽視。在結(jié)構(gòu)設(shè)計(jì)時(shí)必須加強(qiáng)節(jié)點(diǎn)連接剛性,否則會高估結(jié)構(gòu)的穩(wěn)定承載能力。(5)景觀塔的穩(wěn)定性對結(jié)構(gòu)的整體初始幾何缺陷不敏感,但受大斜柱局部初始幾何缺陷的影響較大,應(yīng)注重大斜柱施工允許偏差的控制。
[Abstract]:Yantai landscape tower is an iconic landscape building in Yantai Development Zone. Its overall structure is composed of eight large inclined columns in the lower part, upper inner frame and outer net tube. The structure system is complex, the structure arrangement is irregular, and belongs to the complex over-limit structure. The design method of structural stability in current code can not meet the needs of structural stability design. It is necessary to further optimize the design of the structure, strengthen the weak position of the structure, and improve the stable bearing capacity of the structure by taking into account the influence of various practical factors. Based on SAP2000, the spatial finite element model of Yantai landscape tower is established in this paper. By means of eigenvalue buckling analysis and geometric nonlinear stability analysis, the stability performance of the structure is studied. The results show that in the eigenvalue buckling analysis, the buckling of the large oblique column lags behind the buckling of the whole structure, and the eigenvalue buckling factor of the structure is greater than 10, which indicates that the structure has good buckling stability. In geometric nonlinear analysis, the oblique braces yield first, showing a good yield mechanism. The critical load coefficient of the whole structure is greater than 5, which shows that the section of the inclined column is not sensitive to the ultimate bearing capacity of the whole structure. It is not advisable to improve the stability performance of the whole structure by increasing the cross section of the inclined column. The arrangement of bracing between columns has a significant effect on the stability bearing capacity of the structure. The reasonable arrangement of bracing in the weak part of the structure can effectively improve the ultimate bearing capacity of the structure. (4) with the increase of the stiffness of the connection short beam, the role of the outer net tube in the integral combination is increased, and the overall lateral stiffness of the structure is improved. The analysis shows that the linear stiffness of short beam is between 0.265-0.318x106KN.m, and the stable bearing capacity of the structure is better. When the connection joint is hinged or semi-rigid, the second-order effect of the structure is far greater than the second-order effect of the structure when the connection is rigid, and can not be ignored. In structural design, the connection rigidity must be strengthened, otherwise the stability of the landscape tower will be overestimated. The stability of the landscape tower is not sensitive to the whole initial geometric defect of the structure, but it is greatly affected by the local initial geometric defect of the large oblique column. Attention should be paid to the control of allowable deviations in the construction of large inclined columns.
【學(xué)位授予單位】：山東建筑大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：TU347;TU311.2

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